›› 2011, Vol. 32 ›› Issue (S2): 302-305.

• 基础理论与实验研究 • 上一篇    下一篇

双层地基水平受荷桩受力变形分析

张 玲,赵明华,赵 衡   

  1. 湖南大学 岩土工程研究所,长沙 410082
  • 收稿日期:2011-04-10 出版日期:2011-08-10 发布日期:2011-08-26
  • 作者简介:张玲,女,1982年生,博士研究生,主要从事桩基础及软土地基处理方面的研究工作

Analysis of a laterally loaded pile in a two-layer soil

ZHANG Ling, ZHAO Ming-hua, ZHAO Heng   

  1. Institute of Geotechnical Engineering, Hunan University, Changsha 410082, China
  • Received:2011-04-10 Online:2011-08-10 Published:2011-08-26

摘要: 基于双层地基中的水平受荷桩的特性,对其受力变形进行了分析。将水平受荷桩视为竖直放置的弹性地基梁,基于Winkler弹性地基梁理论,考虑桩土共同工作得到水平受荷桩位移控制微分方程及其幂级数解答,进而根据内力与位移的连续条件得到了由桩顶受力及变形条件表示任一深度处桩身的水平位移、转角、弯矩及剪力的计算矩阵表达式。通过一具体算例将幂级数解计算结果与《公路桥涵地基与基础设计规范》推荐的简化计算公式计算结果进行了比较。结果表明:当第1层地基土的厚度在某一定值时,《规范》简化计算方法所得结果与幂级数解接近;但当层厚不在该值附近时,两个方法计算结果存在差异。

关键词: 水平受荷桩, 双层地基, Winkler地基模型, 幂级数法

Abstract: Analytical solutions for vertical piles embedded in a two-layer soil system and subjected to lateral loads were carried out. The pile was regarded as a vertical elastic foundation beam; and then based on the basic concept of the Winkler elastic beam theory, the governing differential equation in terms of pile lateral deflection and its relative semi-analytical solutions by using the power series method were proposed. By considering the deflections and forces continuum conditions along the pile length, a matrix form of pile response at any depth was expressed through the deflections and lateral forces at the pile head. Moreover, the results obtained from the proposed solutions are compared with the results obtained from the simplified calculation solutions suggested by the “Chinese code for design of ground base and foundation of highway bridges and culverts”. The comparative results indicate that when the height of the first soil layer is in the range of some value, the results from these two methods are consistent with each other. Otherwise, there is a difference between the results from these two methods.

Key words: laterally loaded pile, two-layer soil, Winkler foundation model, power series method

中图分类号: 

  • TU 473.1
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